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Project Title: <br /> ■" H A R E Z LA K Engineer: <br /> Project ID: <br /> iENGINEERING Project Descr: <br /> Wood Beam Project File: Moon RES.ec6 <br /> LIC#:KW-06017599,Build:20.22.3.16 HAREZLAK ENGINEERING (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: 2.134 <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combination Set:ASCE 7-16 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 2,900.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 2,900.0 psi Ebend-xx 2,000.0 ksi <br /> Fc-Prll 2,900.0 psi Eminbend-xx 1,016.54 ksi <br /> Wood Species iLevel Truss Joist Fc-Perp 750.0 psi <br /> Wood Grade Parallam PSL 2.0E Fv 290.0 psi <br /> Ft 2,025.0 psi Density 45.070pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br /> D(0.08) D(0.08) <br /> D(0.27)S(0.45) D(0.27)S(0.45) <br /> D(0.045)L(0.12) D(0.03)L(0.08) <br /> 5.25x18.0 5.25x 18.0 <br /> Span=22.0 ft Span=6.50 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight NOT internally calculated and added <br /> Load for Span Number 1 <br /> Uniform Load : D=0.0150, L=0.040 ksf, Tributary Width =3.0 ft <br /> Uniform Load : D=0.0150, S=0.0250 ksf, Tributary Width = 18.0 ft <br /> Uniform Load : D=0.080 , Tributary Width = 1.0 ft <br /> Load for Span Number 2 <br /> Uniform Load : D=0.0150, L=0.040 ksf, Tributary Width =2.0 ft <br /> Uniform Load : D=0.0150, S=0.0250 ksf, Tributary Width = 18.0 ft <br /> Uniform Load : D=0.080 , Tributary Width = 1.0 ft <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.542 1 Maximum Shear Stress Ratio = 0.421 : 1 <br /> Section used for this span 5.25x18.0 Section used for this span 5.25x18.0 <br /> fb:Actual = 1,808.73psi fv:Actual = 140.41 psi <br /> Fb:Allowable = 3,335.00psi Fv:Allowable = 333.50 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 10.078ft Location of maximum on span = 20.525 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.371 in Ratio= 710­360 Span: 1 : S Only <br /> Max Upward Transient Deflection -0.252 in Ratio= 618> 360 Span:2 :S Only <br /> Max Downward Total Deflection 0.701 in Ratio= 376­240 Span: 1 : +D+S <br /> Max Upward Total Deflection -0.480 in Ratio= 324­240 Span:2: +D+S <br /> Maximum Forces &Stresses for Load Combinations <br /> Load Combination Max Stress Katios Moment Values Shear a ues <br /> Segment Length Span# M V Cd CFV Ci Cr Cm C t CL M fb F'b V fv F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=22.0 ft 1 0.325 0.251 0.90 1.000 1.00 1.00 1.00 1.00 1.00 20.05 848.77 2610.00 4.13 65.51 261.00 <br /> Length=6.50 ft 2 0.130 0.251 0.90 1.000 1.00 1.00 1.00 1.00 1.00 8.03 339.79 2610.00 1.90 65.51 261.00 <br /> +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=22.0 ft 1 0.387 0.293 1.00 1.000 1.00 1.00 1.00 1.00 1.00 26.49 1,121.15 2900.00 5.35 84.88 290.00 <br /> Length=6.50 ft 2 0.142 0.293 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.72 411.32 2900.00 2.31 84.88 290.00 <br /> Page 15 of 52 <br />